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Lateral Analysis: CARRIER 50FCQA04, Weight = 487 # <br />Seismic Design: (Between Adapter Curb & Exist Curb) <br />Fp = ((0.4 ap Sos )x(1 + 2z/h)xWp}/(Rdlp) = 0.54 WP <br />Fp MAX = 1.6 Sps Ip WP = 1.73 Wp (Equation 13.3-2) <br />Fp MIN = ( <br />.3 Sps 1p Wp = 0.33 Wp (Equation 13.3-3) <br />Horizontal Force: FP = QE = 0.54 W = 416 lbs. <br />Vertical Force: E„ _ (±) 0.2 SDS Wp = 167 lbs. <br />From ASCE 7-16 Table 13.6-1: ap = 2.5 Rp = 6.0 <br />Ip = 1.0 per ASCE 7-16 Section 13.1.3 Wp = <br />Mean Roof Height (h): 20.0 ft. Comp. Attachment Height (z): 20.0 <br />Ground Motion: SMS = Fa*% = 1.625 SDS = (2/3)*SMS = 1.083 <br />ASCE7-16, 2.4.5 8. 1.01) + 0.7E„ + 0.7Eh from Fes, = pQE= 416 <br />9. 1.01) + 0.525E„ + 0.525Eh + 0.751L + 0.75S <br />10. 0.61) - 0.7E„ + 0.7Eh <br />RTU-4 <br />p = 1.0 <br />770.0 lbs. <br />ft. <br />lbs. <br />Mech Unit: W = <br />46.600 <br />in. Adapter Curb: W, = <br />40.600 in. <br />L = <br />74.400 <br />in. (L>W) <br />L, = <br />68.900 in. <br />H = <br />33.400 <br />in. <br />H, = <br />12.000 in. <br />C.G. = <br />16.125 <br />in. Center of Gravity <br />Curb Weight = <br />130.00 lb. <br />Weight = <br />640.00 <br />lbs.( Unit Weight + Misc) <br />0.7 Eh = <br />291 <br />lbs. C.G. adj, = <br />24.390 in. Cente�0� <br />Check Overturning (ASD) : <br />T, = C, = 0.7 [Eh* (C.G.) + (E„/2)]/ 67" = 107 lbs.---> No Uplift <br />T2 = C2 = 0.7 [Eh* (C.G.) + (E„/2)]/ 40.5" = 177 lbs.---> No Uplift C <br />EQ 8 & 9: 1.01) = 1.0 (Wp/2) = 385 lbs. <br />EQ 10: 0.61) = 0.6 (Wp/2) = 231 lbs. <br />(ASCE 7-16 Section 2.4.5 Basic Combination with Seismic Load Effects 8. 9. 10.) <br />Wind Design: Exposure'B', 110 mph, 30 ft (Max. Height)' <br />qZ = 0.00256(KZ)(Kzt)(Kd)(Ke) V2= 21.68 psf > 16 psf. . 26.10-1 <br />KZ = 0.70 : Velocity presure exposure coefficient per ASCE 7-16 Tabl 6.10- w <br />Kn = 1.00 : Topographic factor per ASCE 7-16 Section 26.8.2 <br />Kd = 0.85 : Wind directionality factor, per ASCE 7-16 Table 26.6-1 (roof top equipment) <br />Ke = 1.00 Ground elevation factor, per ASCE 7-16 Section 26.9. <br />V = 110.00 : Basic wind speeds (Risk Category II) per ASCE 7-16 Figure 26.5-1 B <br />Fh = qZ (GCS) Af : (Horiz: GCS = 1.9) : Eq.29.4-2 & F qZ (GCS) Ar : (Vertical Uplift: GCr = 1.5) : Eq. 29.4-3 <br />Check Overturning (ASD) : <br />Fh, = 0.6x(Fh) (W*H + WjHj) = 351 lbs. <br />T, = C, = 0.6xF„ x[(W*H*(H/2+H,)+W,*Hl2/2] / 67" = 96 lbs.---> No Uplift <br />Fh2 = 0.6x(Fh) (L*H + LjHj) = 568 lbs. MIA-4k <br />T2 = C2 = 0.6xF„x[(L*H*(H/2+H,)+L,*H,2/2] / 40.5" = 255 lbs.---> Uplift µ -= <br />EQ 5 & 6: 1.013 =1.0 (Wp/2) = 385 lbs. <br />EQ 7: 0.61) = 0.6 (Wp/2) = 231 lbs. o-o <br />©_- E 7-16 Section 2.4.5 Basic Combination with Seismic Load E ects 5. 6. 7.) <br />0.61 <i- Cl <br />R " <br />